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Plans (66) /kg/ ?0/1) - 1"2\ 7 ,, , 0 IY OF TIGAHf) ' it i. Nu 0 ViS ION - i\ .._. . r w ••1,1V111,41 F:,,,,, 1 r'...7 11 ' * - • • 4 / * $ I MP. : 0 .,2. ,•t",0 ..,.„ \ , / ..:. . ,. .... °-' q K 4' / . T P 4 ,.., g ' NORTH Ar.:,D 1 7 I 2,i.. i'..'El•-'1,-;)7,---ei..- For.: L.:!...)T fkfA, '''' E . , V7 - 4 r„,,--,--,k, 4 A , nAk ii H VZ.1 Er-c..:El-tri Lcr -(N/ER.4,,,,,I,,,,,...) 1 'T , 6!A-r 1- - - ,:-1- 7 i.r;I l>rA i t A 6 ttE: P.O. BOX 1093 SLSTUALATIN OR 97062 CtISTOM MINES E PIA -REVIEW BUILDING PERMIT NO.: " , to --O / 411r1611 PLANNING DIVISION: Required 7tba ks: OApproved Not Approved Side: Street Side: From. t ; e_ Rear: l Visual Clearan;c. ,g ti Maximum Building t-leight• Not Approved '; S�Serva - r• . . .. aQ✓ttract aj Lt � "4° 7" "`'c NES : 4.,t,4 I.' J ENGINEERIN P EPARTMENf :_ Actua Slope: Vo ek Approved 0 N+t Approved Site i.n: r Approved PP of t roved B A... Date: 4' 1 ' (0 Notes: j + 1. _.,r ., s W CITY T IIG I# SITE FLAN ' VIEW BUILDING PERMIT NO: t roved U Not AIPPRoled Protected II // Ap ed VAII/rvid 6Y>ij Date: Notes: I x 1 vii,A3N.Td .3S Q . ,,S'- -clrz,W• fr,v '91 -z et 1* ( 4(2 Al 944j34) (.`iicix7 .1 Kral 4) - t:p..lat410,1, /4)10tIci 01°1,-N -Z. — ( . OS -- 11411100011-4 ' ' ---U - ' .../ •)0.1)jet .c.st .. 0 010 -f,_ • , - 47 r)LT- ! ? 4 ,trais ---, 1 (1'14 1--:)<•:t>. 1) --e-, 7 -22 - --z_ 7-7_, L... I 1 1 ---- 1 E-' S ' .---- , _._........._..._..., ...___________ ,..10 4--- Janis St96-09-£05 ' aiva wHals.1101s13 pninipaais )\0C<)-A flOf 11111N1 OW i„ -t-I-V7i-1/4411,1) -,, --- .,-..........---......,, HO TAJDAR . , JOB STRUCTURAL ENGINEER DA i'L \ , ...._ q___1(,) 503-649-9645 SHEET j t OF L-I F.61 ( -rna. /\107tf7 7 k\-\---C--C---., 41 a, , _•-• '-'•'"<,9 73 t 7-r---.N , 4 ,.\-- ..5 , A ,!i-/ 1 // ii 1 1 , ('''LA44 V 1 ) t/0,77f- ,- 0(-- /-9),tilocki (.....(0 /c) 74. 2_ (/ 34 i, 7.1,;1* 'I M(Cr,,-, ( L_---C-- 4- .. -----,A (-----....„ k SI --- -- 6 X,92 ,(1 •l ( ) L(2r---- -5 (Q x ,,,K eq,tir wtti, 1% rcpt.) L .. , - /-, .. , /' /1 I „ / ,,--_- __c_,.:,,f-• (....r....es,..0._ 5 9 (5.41,71)etts -,';.„1":::,c.:.,--- ,. .1.. 7 / -------- i....-77.- / / 1 , / ,7;t."4.0 PRO7e7rf. ( ( tv-t1;tw;a4,h) / cp covzioie*, ,s;, / as, • 0,y. C X Y %A. 1 ""---- - REGON 13°c4-(- +41)f° IL 'Wt..RET:::::::6:3:c3:21:: : 0 44_ ct 21 " v_i-sfr:t. -I°SEYE, \ , ' MO TAJDAR JOB ,$)L,)ci, STRUCTURAL ENGINEER DATE 44 _10 503-649-9645 SHEET 3 OF 5 0 t+ If( 4 (c) 2,- 6 co 7J 6 K 6) X n "V L3 _ 5 _ 3 b4 "36 .3 viko"owh, PRo,?. Jp C\ N`ZD ACi, *CONE. 8,r, 18.724 0(7 "tk tt• cA.\\ g SEE RENEWAL 6/,?r.)7•-.7.----1 4 J00 g . - . these five sines,use the SETTINGS Dsgnr: Date: 9:27AM.-4 Apy,o 1 _.--- main menu selection, choose the Description; (A1-15P4,16t i4.-\ Printing&Title Block tab,and ant Scope: your title block information. (how ''.;;;,+, X Ver 5 il 224A-1999 Won32. ' Multi-Story Wind Forces Page 1 b ,esoription Exposure (El ) , Wind Velocity (80 -14) , General information arlit,61, I ' .10n ; -ssure it,.ift psf Cal:Pressure Coefficient 1.30 . . Basic Wind Speed 800 mph Parapet Height 0.000 ft importance Factor 1.00 - Load tato - . ,,.a.for Each t.avel I ow woo - v •v •, Imo oliii. Nil Ole :..:.. s varimouriampaggi Design Lateral Level Level Height Evesee width oe Cq Ptessure Porte Story Shear Story Moment ft it Pef k k k-ft 5 40.600 1.000 0.840 1.300 17.909 0.080 0.000 4 30.000 1.000 0.760 1.300 115.243 0.122 0.090 0,90 3 25.000 t000 0720 1.300 15220 0.0T7 0.211 las 2 20.000 1,003 0670 1.300 14284 0071 0268 3.39 1 15,000 1.000 0e20 1.300 13.2100.132 0.,359 5.19 A mn.rror.m.o.„,..„,,,ftwor•w•riarr....*..o.*,*•Nrrhiokailiiie.kwitwnaaooiififrtirrsowaior.miwe.g.migi.....tm.a....rb.,,a„,.."..rre.ee............,.. Total.Base Wind Shear 0.491 k Total Base Wind Moment 12.557 k-ft ft" ---.\...0 le- L-1 s'i- Ift•ikel Qt.)) , ,1 oii e, : ..... t,\Exe4 V-ir–Stro -- i4e1 — 6M.1444) ( ? r4oes ) (fywn NT'iv evvv.or-sf. (Sok,-f.44.‘4,..) ...... VS tAN (.3710v.p.,-) Description --Nona..- . Depth = 5.000 e ,xx 34.30 inA4 J .._.._ 55400 triN Web Thick = 0.00 in S xx = 11.40 in^3 Flange Width 6.000 in R xx 2.310 in Flame Think 0.313 in Area 6.430 in"2 I yy - 34,300 inA4 Weight - 23.285 plf S yy 11.400 in^3 R yy -- 2.310 in Y7 0.000 in •• •• Load 1 if: mom, 3 T v _ n.x'in Lords are Iota.enterer..va?ue Arrows d?not reflect atrsoeate drta,-ticn Description: --None- ,. , 111 - N -r :.' Code References:2006 IBC 1805.7.2,1997 UBC 1806.8.2.1 Pole Footing Shape Rectangular ........... Footing Width 24.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 150.0 pcf Max Passive 1.500.0 Psf 4 Controlling Values Governing Load Combination +D+Wr-,}{ Lateral Load 1.60 k Moment . 12.0 k-tf Restraint @ Ground Surface Pressure at Depth , Actuai 741.03 PIl Allowable .. 741.03 pst ;< , Surface Retrain#Force 4 fr3919 lbs n: 11£ ,"x ,- .,,,F fir,, :,h v �..Ufa._.$4s ,. w fi .2,;.,..'-::,-..„:.-,,,,',:.,. - ,,,,.';.,,1,...:3:, ,41 Footing Base Area 4.0 ftA2 Maximum Soil Pressure 0.0 kat Footing .;7,-0" Assumes.footing is square Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load 0:Dead Load 0.0 k 0.0 k/ft 0.0 k-11 0.0 k Lr:Roof Live 0.0 k 0.0 kit 0.0 k-ft 0.0 k L:Live 0.0 k 0.0 k/ft 0.0 k•4t 0.0 k S:Snow 0,0 k 0.0 k'ft 0.0 k-ft 0.0 k W:Wind 1.60 k 0.0 krft 0.0 k_ft 0.0 k E:Earthquake 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k H:Lateral Earth 0.0 k 0.0 krft 0.0 k-ft 0.0 k Load distance above Base 7.50 ft TOP of Load above ground 0.0 ft BOTTOM of Load above ground 0.0 ft > oia7 ^ .1.3.:.k:,::',14.;,. f y Ve74& z '...),,e1:1;;;.':',-:',::4.:-'''7.,..::.i: ii .:t.,".1:''.�. *� las i4� ' � � : +D+W+H 1.6 12.0 5.00 , 741.0 741.0 +d+0.750Lr+0.750L+0.750W+H 1,2 9.0 4.50 673.3 673.3 +0+0.750L+0.7505-40 750W+H 1.2 9.0 4.50 673.3 673.3 40.69D+W+H 1.6 12.0 5.00 741.0 741.0 (ALgveiii-'t :.. ''t,; Description: -None-- 01 1110.0 _:.; " y1 ..'it _ Code Ref 2006 IBC,AISC Manual 13th Edition Steel Section Name: HSS6X6X5116 Overall Column Height 8,0 ft Analysis Method: 2006 IBC&ASCE 7-05 Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy:Steel Yield 46.0 ksi Brace condition for deflection(buckling)along columns 6:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis:Unbraced Length for X-XAxis buckling=8ft.K=2.1 Load Combination: Allowable Stress Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=8 ft,K=2.1 0,,,, ..... Service toads entered.Load Factors will be applied for calculations. Column self weight included:186.28 lbs`Dead Load Factor AXIAL LOADS... A.xiaiLoad at8.0ft:0=0.50k BENDING LOADS.. Lat.Point Load at 8.0 ft creating Mx-x,W=1.70 k i Vk Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4389 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. Top along Y-Y 0.0 k Pu:Axial 0.6863 k Bottom along Y-Y 1.70 k Pn r Omega:Allowable 106.09 k Mu-x.Applied 13,60 k-ft Maximum SERVICE Load Deflections... Mn-x?Omega'Allowable 31.218 k..t Along Y-Y -0.5015 in at 8.O ft above base M -y Applied 0.0 k-#f for load combination:W Only Mn-y I Omega'Allowable 31.218 k-fl Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.03249 :1 toad Combination .- +D+W+H Location o€r"-ax.above base 0,0 ft At maximum location values are... Vu:Applied 1.70 k Vn i Omega:Allowable 52.317 k Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 40 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft +04-W+H 0.439 PASS 0.00 ft 0.032 PASS 0.00 ft +O+0.756Lr+0.750L+3.750W+H 0.330 PASS 0.00 ft 0.024 PASS 0.00 ft +D+0.750L+C.750S+0.750W+H 0.330 PASS 0.00 ft 0.024 PASS 0.00 ft *0.60D+W+H 0.438 PASS 0.00 ft 0,032 PASS 0,00 ft ._: ,_..: A ;�, ' ' ._ Note:Only non-zero reactions are listed, X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top 0 Onl Y W Only 1.700 D+W 1.700 Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0400 in 0,000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.501 in 8.000 ft D+W 0.0000 in 0.000 ft -0.496 in 7.946 ft AL134Q - 4 ) MO TAJDAR - JOB Kr.700„, ( STRUCTURAL ENGINEER DATE k 503-649-9645 SHEET \ OF n -- :7,-\-,,,,- _.. ("-- 7.5.-:...-c-kl:=>c,,c\'5.:.,'\ --)..\\*\,2y. <_-_`) -<:- ,. •c\`i s es,,,„,..5 \ C\--• '4',/a .`--.)---A1-,4 J .,, \ ( '.-. s \ c.‘.-€....) c"-,,--c 6., , ,c.,._ .c•r\ -,-(..-/ 2- 4, WiiV;(,) C) Cl\ri) ) •-->'-:?- r. ---_-_, Q;(1,.. ...., -- ,,,,, -2.7) • • --- -e,,,c,, ,/----- o i i Ir" ----- ---- ‘ g 1 , \ 1 i ) ,A •., _ -2._>(- 0 R( / 10 '-1) — / C•' 5.-3 •- ----' Ic•N' 0 , m ,:j...„/ ;,-- ......" ('‘' (f2t4r Wait ' Urrect FL.T.. •----Ack.-t-.... c,,-\---Q.,.('c,.,\ \.t) L -:-.) Lek. \ ,:----r-• '(s '-c. ,1/4..\.L...4,!...c\ Q 1?..(y D PROire7,-. GINe.,.Kr, 1 • Co c'S (.._.) c,,. .,,,,J __C w. C7y 1.1V24 1 '- 10 WO, tp, IR- l'ii, 16, q p LIsT trE4,e‘(4Q-- bet-,>:tis it.lte•St 1-o4,4 on fttur.,k r-vms-k- v4ptis c -114 St1 Auto) . L-42 : 24)--(," -- 2. ".= 10,2.51 11 No/4'9kb'-, i1.2.Sj Y-40 ts-c. 4P-14 -4, 2. z• 1154 )z. 113H- Walt (4)?la Wi Hour 1-0,,w,t Currr JILL!' z 115i 50i>“- -C L.4)241/4 (wt4v, gori4 : , 5,6' ilstfrf (4).>6(.. I 2-C3 15c0 ts13i ibeiefot,FKLsort/ 7k -N\ 102", i t 4kalh. -t'Ort- h 0 646 v*it mditi\A+ (40" Ft-00k Pieft t)" 4- fivAz– 60,,ctivl. a+ fur4 4 (2. - - lifiG 1/ .."4) \Afe416c, ihtckan hew Wirt ift3-64 LAST 1-1- 1.#4(4 — e vv Ve'd5 i-lew Ofrtbr Pot).C- Area 5149 5.-F, 7_1(p, $6?.1 4• (J1.?1 tvr.-4- 4- fl-f ,". 13 zs hcw Vc,"Mti..4 t-c - 4i 5'0 I :2,00cyc- VtAiX (3) BEAM ANALYSIS PREPARED BY: 41111111111.0.111111111iVACt'ANMISPesigit45 RECEIVED offirsimmeffigar 14 i CAE*• SEP 09 zoio Client: ALBAUGH - SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES. TYA)F T1 A •D Location: SUPPORT BM. OVER COVERED REAR PATIO - SHORTIT ..4%. (I * ION Date: 11111111111111111111111111 'Vac)cl Calculation By: #111110 Comment: USE 6 X 4 #1 DF/L BM. - LAYED FLAT BEAM AND LOAD DIAGRAM tirtMA*4 1.11111111011111111111110 R1 R2 Reaction R1 = 787.5 lbs. Reaction R2 = 787.5 lbs. Total load = 1,575.0 lbs. Dimensions: Clear span = 4 .5 feet, no overhang. No point loads. No triangular loads. No uniform beam weight. Uniform loads: Ul = 350 .0 lbs/if at 0.0 feet to 4. 5 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE WOOD : FIR/LARCH 6X #1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 787.5 FV 85.0 Area (Sq. In. ) 14 17 Moment (ft-lbs) 875 .0 FB 1, 350. 0 Sect.Modulus 8 9 Deflection (in) 0. 15 E 1 . 60E6 Mom. Inertia 13 13* Actual Maximum Deflection = 0. 15 inches. Maximum Deflection occurs at 2.0 feet. Maximum Moment occurs at 2. 0 feet. MINIMUM BEAM SIZE (W x H) : E3 600 " kaar 3 C) 41910 MINIMUM BEAM AREA (Sq. In. ) : 16. 77 10H BEAM ANALYSIS PREPARED BY: LLftlimjimp 1111111100111101=11.1 Client: ALBAUGH - SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES. Location: ROOF SUPPORT BM. OVER STAIR/LOFT HALF WALL Date: 111111111111111111110 Calculation By: MD Comment: USE 5-1/8" X 7-1/2" 24F GLB BEAM AND LOAD DIAGRAM P1 tgent00$ tgotowagvozogimpootsovatorp agdzyAzor4alsg.4&400.,aseffoz R1 R2 Reaction R1 = 1, 465.2 lbs. Reaction R2 = 2, 719 . 8 lbs. Total load = 4, 185.0 lbs. Dimensions: Clear span = 11. 0 feet, no overhang. Point loads: P1 = 1, 170.0 lbs. at 5. 5 feet. No triangular loads. No uniform beam weight. Uniform loads: U2 = 460 .0 lbs/if at 6.0 feet to 11.0 feet. Ul = 65.0 lbs/lf at 0 . 0 feet to 11 . 0 feet. Deflection limit (live load plus dead load) : 1/300. BEAM TYPE LAM : 24 F GLULAM COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 2, 719.8 FV 165.0 Area (Sq. In. ) 25 38 Moment (ft-lbs) 7, 075. 6 FB 2,400.0 Sect.Modulus 35 48 Deflection (in) 0.44 E 1.80E6 Mom. Inertia 179 179* . • Actual Maximum Deflection = 0.44 inches. Maximum Deflection occurs at 5. 5 feet. Maximum Moment occurs at 5. 5 feet. MINIMUM BEAM SIZE (W x H) : - 3_ 2E3 " bar 10H MINIMUM BEAM AREA (Sq. In. ) : 38 .36 BEAM ANALYSIS . . PREPARED BY: alliniliM1111.111. MMOMMIOMMEMOMM Client: ALBAUGH - SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES. Location: UPPER FLR. SIDE WALL SUPPORT RIM JSTS.OVER KIT. Date: 1111111111111WW, Calculation By: MOND Comment: USE (2) 1-3/4" X 7-1/4" MICRO-LAMS BEAM AND LOAD DIAGRAM ItgAtittiltetifflatielkvo R1 R2 Reaction R1 = 1,310.8 lbs. Reaction R2 = 1,549 .2 lbs. Total load = 2, 860.0 lbs. Dimensions: Clear span = 12.0 feet, no overhang. No point loads. No triangular loads. No uniform beam weight. Uniform loads: Ul = 260.0 lbs/if at 1 . 0 feet to 12 .0 feet. Deflection limit (live load plus dead load) : 1/240. • , • BEAM TYPE LVL : 1 .8E MICRO-LAM COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 549. 2 FV 285.0 Area (Sq. In. ) 8 25 Moment (ft-lbs) 4, 615.0 FB 2, 500. 0 Sect.Modulus 22 30 Deflection (in) 0. 60 E 1 .80E6 Mom. Inertia 110 110* , - Actual Maximum Deflection = 0 . 60 inches. Maximum Deflection occurs at 6.0 feet. Maximum Moment occurs at 6. 0 feet. MINIMUM BEAM SIZE (W x H) : 3 SOC) " I,3r 7 .22E3k MINIMUM BEAM AREA (Sq. In. ) : 25 . 30 10H BEAM ANALYSIS PREPARED BY: amMOMMOMEMme MMOMMOMMEMMOMB Client: ALBAUGH - SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES. Location: SUPPORT BM, OVER NEW GAME RM. /DINING PASSAGE - REAR Date: SIMMOMMOM Calculation By: MOM Comment: USE 3-1/8" X 15 " 24F GLB BEAM AND LOAD DIAGRAM P1 WAseak R1 R2 Reaction R1 = 4,090.0 lbs. Reaction R2 = 5, 010 . 3 lbs. Total load = 9, 100.3 lbs. Dimensions: Clear span = 8. 0 feet, no overhang. Point loads: P1 = 3, 150. 0 lbs. at 4 . 0 feet. No triangular loads. No uniform beam weight. Uniform loads: U2 = 1,047. 5 lbs/lf at 4 .5 feet to 8 . 0 feet. Ul = 571.0 lbs/lf at 0. 0 feet to 4. 0 feet. Deflection limit (live load plus dead load) : 1/360. . • . BEAM TYPE LAM : 24 F GLULAM COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 5,010. 3 FV 165.0 Area (Sq. In. ) 46 46* Moment (ft-lbs) 11, 792 .0 FB 2, 400.0 Sect.Modulus 60 111 Deflection (in) 0.27 E 1 .80E6 Mom. Inertia 255 806 Actual Maximum Deflection = 0. 08 inches. Maximum Deflection occurs at 4.0 feet. Maximum Moment occurs at 4.0 feet. Size Factor = 0. 979 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 3 . 3_ 25 " k)3,7 14 . MINIMUM MINIMUM BEAM AREA (Sq. In. ) : 45. 55 10H BEAM ANALYSIS • PREPARED BY: amimmumminp Milimmimmilmomo Client: ALBAUGH - SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES . Location: SUPPORT BM. OVER NEW DINING/GAME RM. PASSAGE - FRONT Date: aimannii. Calculation By: MOD Comment: USE LAM(3) 2 X 10 #2 DF/L JSTS . BEAM AND LOAD DIAGRAM P1 1212;',,ZSYsis. R1 R2 Reaction R1 = 1, 746.5 lbs. Reaction R2 = 1, 169 .5 lbs. Total load = 2, 916.0 lbs. Dimensions: Clear span = 8. 0 feet, no overhang. Point loads: P1 = 430 .0 lbs. at 4. 0 feet. No triangular loads. No uniform beam weight. Uniform loads: U2 = 166.5 lbs/if at 0. 0 feet to 8.0 feet. Ul = 288.5 lbs/if at 0. 0 feet to 4. 0 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE WOOD : 2 X 10 No.2 JSTS . COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 746.5 FV 95 .0 Area (Sq. In. ) 28 31 Moment (ft-lbs) 3, 346.0 FB 1, 105.0 Sect.Modulus 36 36* Deflection (in) 0.27 E 1. 60E6 Mom. Inertia 85 126 Actual Maximum Deflection = 0. 18 inches. Maximum Deflection occurs at 4. 0 feet. Maximum Moment occurs at 4. 0 feet. MINIMUM BEAM SIZE (W x H) : . 6C) 0 " k>3r 6 . 96 ]P MINIMUM BEAM AREA (Sq. In. ) : 31 . 32 IOH BEAM ANALYSIS • PREPARED BY: mommommmiggs, Client: ALBAUGH - SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES. Location: SUPPORT BM. OVER STAIR RAILING Date: MOMOMOMMOB Calculation By: ME Comment: USE LAM(2) 2 X 10 #2 DF/L JSTS. BEAM AND LOAD DIAGRAM Akpet4 wgowi,044,?,),Agav,00.,, pleA1-404Aogagowg ............. R1 R2 Reaction R1 = 745. 1 lbs. Reaction R2 = 1,432 . 7 lbs. Total load = 2, 177. 8 lbs. Dimensions: Clear span = 6.0 feet, no overhang. No point loads. No triangular loads. No uniform beam weight. Uniform loads: U2 = 471 .5 lbs/lf at 3. 5 feet to 6.0 feet. Ul = 166.5 lbs/lf at 0. 0 feet to 6 .0 feet. Deflection limit (live load plus dead load) : 1/360. . - . BEAM TYPE WOOD : 2 X 10 No.2 JSTS. COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1,432. 7 FV 95 .0 Area (Sq. In. ) 23 23* Moment (ft-lbs) 1, 589 . 4 FB 1, 105 . 0 Sect.Modulus 17 28 Deflection (in) 0.20 E 1 . 60E6 Mom. Inertia 31 107 Actual Maximum Deflection = 0. 06 inches. Maximum Deflection occurs at 3. 0 feet. Maximum Moment occurs at 4. 0 feet. MINIMUM BEAM SIZE (W x H) : Z3 - C) 00 " k>3r E5410 MINIMUM BEAM AREA (Sq.In. ) : 22 .62 10H W BEAM ANALYSIS • PREPARED BY: iniisammem MMOMOMPOMMOMON Client: ALBAUGH SLS REMODEL-ADDITIONS Project: ADDITION/REMODEL TO EXIST. RES. Location: SUPPORT JSTS. OVER BOTTOM OF STAIRS TO NEW OFFICE DOOR Date: 111111.11illiit Calculation By: muni, Comment: USE LAM (2) 2 X 8 #2 DF/L JSTS. BEAM AND LOAD DIAGRAM P1 milmmimmimmummilim R1 R2 Reaction R1 = 289. 7 lbs. Reaction R2 = 455. 3 lbs. Total load = 745.0 lbs. Dimensions: Clear span = 9 .0 feet, no overhang. Point loads: P1 = 745.0 lbs. at 5.5 feet. No triangular loads. No uniform beam weight. No uniform loads. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE WOOD : 2 X 8 No.2 JSTS . COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 455. 3 FV 95.0 Area (Sq. In. ) 7 17 Moment (ft-lbs) 1,593.5 FB 1,210. 0 Sect.Modulus 16 16* Deflection (in) 0. 30 E 1 . 60E6 Mom. Inertia 38 44 Actual Maximum Deflection = 0.26 inches. Maximum Deflection occurs at 5.0 feet. Maximum Moment occurs at 5 .5 feet. MINIMUM BEAM SIZE (W x H) : 3 - 000 " 1,3?. S - 622 I" MINIMUM BEAM AREA (Sq. In. ) : 16.87 10H